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Article(id=1240631732932768502, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1240631729627648823, articleNumber=null, orderNo=null, doi=10.3969/j.issn.0253-6099.2024.03.006, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1700668800000, receivedDateStr=2023-11-23, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773719254954, onlineDateStr=2026-03-17, pubDate=1717171200000, pubDateStr=2024-06-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773719254954, onlineIssueDateStr=2026-03-17, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773719254954, creator=13701087609, updateTime=1773719254954, updator=13701087609, issue=Issue{id=1240631729627648823, tenantId=1146029695717560320, journalId=1235980550691926019, year='2024', volume='44', issue='3', pageStart='1', pageEnd='181', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773719254166, creator=13701087609, updateTime=1773724083554, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1240651985603580488, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1240631729627648823, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1240651985603580489, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1240631729627648823, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=28, endPage=33, ext={EN=ArticleExt(id=1240631734337860353, articleId=1240631732932768502, tenantId=1146029695717560320, journalId=1235980550691926019, language=EN, title=Numerical Simulation Analysis of Expansive Soil Slope with Flexible Support in Consideration of Hydraulic Properties of Geogrid, columnId=1236276106018484431, journalTitle=Mining and Metallurgical Engineering, columnName=MINING, runingTitle=null, highlight=null, articleAbstract=

The influence of hydraulic properties of geogrid on the stability of expansive soil slope was explored by conducting fluid-solid coupling analysis with Plaxis software. On this basis, the principle of flexible support for expansive soil slope under different rainfall conditions was analyzed. It is found that the axial forces on geogrid in each layer of the reinforced slope increase with the continuous infiltration of rainwater, presenting a “convex” shape variation. Without taking consideration of the hydraulic properties of geogrid, the axial forces on the geogrid will be underestimated and the stability of the slope will be overestimated. Flexible support structure can effectively control rainfall infiltration into slope and maintain the shear strength of expansive soil, meanwhile control the slope deformation and displacement growth. Thus, it is regarded as an effective way to support expansive soil slope.

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运用Plaxis软件进行流固耦合分析，探讨了格栅水力特性对膨胀土边坡稳定性的影响，并在此基础上分析了不同降雨条件下柔性支护处治膨胀土边坡的原理。结果表明，随着雨水持续入渗，加筋边坡各层土工格栅轴力不断增加，呈中间大、两端小的“凸”型分布，忽略格栅的水力特性会低估格栅所受轴力、高估边坡稳定性。柔性支护结构可有效提高边坡抵抗降雨入渗的能力，维持膨胀土体抗剪强度，同时也能限制边坡变形和位移增长，是一种处治膨胀土边坡的有效方式。

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李昱（1972—），女，湖南长沙人，高级工程师，主要研究方向为道路与桥梁工程、建筑工程。E-mail：

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李昱（1972—），女，湖南长沙人，高级工程师，主要研究方向为道路与桥梁工程、建筑工程。E-mail：

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李昱（1972—），女，湖南长沙人，高级工程师，主要研究方向为道路与桥梁工程、建筑工程。E-mail：

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Computers and Geotechnics, 2018, 96: 25-39., articleTitle=Numerical evaluation of reinforced slopes with various backfill-reinforcement-drainage systems subject to rainfall infiltration, refAbstract=null), Reference(id=1240651361495347558, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1240631732932768502, doi=null, pmid=null, pmcid=null, year=2000, volume=null, issue=null, pageStart=140, pageEnd=164, url=null, language=null, rfNumber=[11], rfOrder=10, authorNames=曲永新, 张永双, 杨俊峰, journalName=null, refType=null, unstructuredReference=曲永新, 张永双, 杨俊峰, 等. 中国膨胀性岩、土一体化工程地质分类的理论与实践[C]//中国地质学会. 工程地质学报, 2000: 140-164., articleTitle=中国膨胀性岩、土一体化工程地质分类的理论与实践, refAbstract=null), Reference(id=1240651361596010862, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1240631732932768502, doi=null, pmid=null, pmcid=null, year=2014, volume=27, issue=7, pageStart=24, pageEnd=31, url=null, language=null, rfNumber=[12], rfOrder=11, authorNames=肖杰, 杨和平, 符浩, 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（a）降雨4 d；（b）降雨8 d；（c）降雨12 d

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（a）降雨8 d；（b）降雨16 d；（c）降雨24 d

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（a）降雨4 d；（b）降雨8 d；（c）降雨12 d

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（a）降雨8 d；（b）降雨16 d；（c）降雨24 d

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（a）降雨6 d；（b）降雨18 d；（c）降雨30 d；（d）降雨40 d

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（a）降雨2 d；（b）降雨4 d；（c）降雨8 d；（d）降雨12 d

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（a）天然边坡；（b）加筋边坡；（c）包边边坡

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（a）0 d；（b）4 d；（c）16 d；（d）24 d

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土体名称饱和重度/（kN·m-3）非饱和重度/（kN·m-3）弹性模量/kPa泊松比黏聚力/kPa内摩擦角/（°）孔隙率/%
强风化膨胀土19.118.516 0000.3530.0020.0041.93
弱风化膨胀土19.118.516 0000.353.5019.1041.93
未风化膨胀土19.118.516 0000.353.5019.1041.93
重塑膨胀土19.118.516 0000.354.7320.0441.93
碎石22.922.046 0000.20042.0038.00
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土体基本物理参数

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土体名称饱和重度/（kN·m-3）非饱和重度/（kN·m-3）弹性模量/kPa泊松比黏聚力/kPa内摩擦角/（°）孔隙率/%
强风化膨胀土19.118.516 0000.3530.0020.0041.93
弱风化膨胀土19.118.516 0000.353.5019.1041.93
未风化膨胀土19.118.516 0000.353.5019.1041.93
重塑膨胀土19.118.516 0000.354.7320.0441.93
碎石22.922.046 0000.20042.0038.00
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土体名称饱和渗透系数ks/（m·d-1）Sresgagngcgl
强风化膨胀土0.20.147 90.51.506-0.3360.5
弱风化膨胀土0.020.147 90.51.506-0.3360.5
未风化膨胀土0.0020.147 90.51.506-0.3360.5
重塑膨胀土0.0150.147 90.51.506-0.3360.5
碎石1 9090.013 01301.700-0.4120.5
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土体饱和渗透系数及各拟合参数

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土体名称饱和渗透系数ks/（m·d-1）Sresgagngcgl
强风化膨胀土0.20.147 90.51.506-0.3360.5
弱风化膨胀土0.020.147 90.51.506-0.3360.5
未风化膨胀土0.0020.147 90.51.506-0.3360.5
重塑膨胀土0.0150.147 90.51.506-0.3360.5
碎石1 9090.013 01301.700-0.4120.5
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工况方案1方案2
水力阻力导水系数水力阻力导水系数
110全透水0.001
2100全透水0.01
3不透水0全透水0.1
4全透水0全透水0
5100.00110
6全透水0.00110.01
), ArticleFig(id=1240651359544996036, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1240631732932768502, language=CN, label=表3, caption=

格栅计算参数

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工况方案1方案2
水力阻力导水系数水力阻力导水系数
110全透水0.001
2100全透水0.01
3不透水0全透水0.1
4全透水0全透水0
5100.00110
6全透水0.00110.01
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考虑格栅水力特性的柔性支护处治膨胀土边坡的数值模拟分析
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李昱 1 , 常锦 2, 3 , 郭剑雄 4
矿冶工程杂志 | 采矿 2024,44(3): 28-33
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矿冶工程杂志 | 采矿 2024, 44(3): 28-33
考虑格栅水力特性的柔性支护处治膨胀土边坡的数值模拟分析
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李昱1 , 常锦2, 3, 郭剑雄4
作者信息
  • 1.湖南省核地质调查所，湖南　长沙　410007
  • 2.长沙学院　土木工程学院，湖南　长沙　410022
  • 3.长沙理工大学　道路结构与材料交通行业重点实验室（长沙），湖南　长沙　410114
  • 4.中交四航工程研究院有限公司，广东　广州　510230

    • 李昱（1972—），女，湖南长沙人，高级工程师，主要研究方向为道路与桥梁工程、建筑工程。E-mail：

Numerical Simulation Analysis of Expansive Soil Slope with Flexible Support in Consideration of Hydraulic Properties of Geogrid
Yu LI1 , Jin CHANG2, 3, Jianxiong GUO4
Affiliations
  • 1.Nuclear Geological Survey Institute of Hunan Province, Changsha 410007, Hunan, China
  • 2.School of Civil Engineering, Changsha University, Changsha 410022, Hunan, China
  • 3.Key Laboratory of Road Structure and Material of Ministry of Transport (Changsha), Changsha University of Science & Technology, Changsha 410114, Hunan, China
  • 4.CCCC Fourth Harbor Engineering Co Ltd, Guangzhou 510230, Guangdong, China
出版时间: 2024-06-01 doi: 10.3969/j.issn.0253-6099.2024.03.006
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摘要
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运用Plaxis软件进行流固耦合分析，探讨了格栅水力特性对膨胀土边坡稳定性的影响，并在此基础上分析了不同降雨条件下柔性支护处治膨胀土边坡的原理。结果表明，随着雨水持续入渗，加筋边坡各层土工格栅轴力不断增加，呈中间大、两端小的“凸”型分布，忽略格栅的水力特性会低估格栅所受轴力、高估边坡稳定性。柔性支护结构可有效提高边坡抵抗降雨入渗的能力，维持膨胀土体抗剪强度，同时也能限制边坡变形和位移增长，是一种处治膨胀土边坡的有效方式。

降雨  /  膨胀土边坡  /  边坡稳定性  /  格栅水力特性  /  柔性支护  /  数值模拟

The influence of hydraulic properties of geogrid on the stability of expansive soil slope was explored by conducting fluid-solid coupling analysis with Plaxis software. On this basis, the principle of flexible support for expansive soil slope under different rainfall conditions was analyzed. It is found that the axial forces on geogrid in each layer of the reinforced slope increase with the continuous infiltration of rainwater, presenting a “convex” shape variation. Without taking consideration of the hydraulic properties of geogrid, the axial forces on the geogrid will be underestimated and the stability of the slope will be overestimated. Flexible support structure can effectively control rainfall infiltration into slope and maintain the shear strength of expansive soil, meanwhile control the slope deformation and displacement growth. Thus, it is regarded as an effective way to support expansive soil slope.

rainfall  /  expansive soil slope  /  slope stability  /  hydraulic properties of geogrid  /  flexible support  /  numerical simulation
李昱, 常锦, 郭剑雄. 考虑格栅水力特性的柔性支护处治膨胀土边坡的数值模拟分析. 矿冶工程杂志, 2024 , 44 (3) : 28 -33 . DOI: 10.3969/j.issn.0253-6099.2024.03.006
Yu LI, Jin CHANG, Jianxiong GUO. Numerical Simulation Analysis of Expansive Soil Slope with Flexible Support in Consideration of Hydraulic Properties of Geogrid[J]. Mining and Metallurgical Engineering, 2024 , 44 (3) : 28 -33 . DOI: 10.3969/j.issn.0253-6099.2024.03.006
正文
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膨胀土是一种特殊的非饱和黏土，在我国分布十分广泛。膨胀土边坡失稳破坏在路堑边坡还是路堤边坡中都十分常见，其破坏往往是浅层的、反复的、长期潜伏的，且具有成群分布的特征[1-2]。
膨胀土边坡在大气干湿循环作用下含水率会发生明显变化，从而引起膨胀土反复胀缩，产生强烈而又不均匀的膨胀和收缩，导致土体结构进一步松动，造成大量不规则开裂，使膨胀土体抗剪强度迅速下降，最终导致膨胀土边坡发生浅层破坏[3-4]。土工格栅加筋膨胀土是一种典型的柔性支护技术，采用土工格栅对土体进行分层加筋反包，形成一定厚度的柔性加筋体，并辅以排水设施，具有良好的保湿防渗作用，在公路工程建设中膨胀土新开挖边坡的支护以及已失稳膨胀土边坡滑坡、坍塌等地质病害处治工程中取得了丰富的成果。有关学者虽然研究了土工格栅处治膨胀土边坡浅层失稳破坏问题，但研究不够深入，尤其是降雨对土工格栅支护边坡结构变形的影响研究较少[5-6]。水平铺设的格栅具有网状结构，使得其过水断面面积减少，在一定程度上阻碍了水分的垂直渗透，同时，由于格栅与土间比较光滑的层间接触，使得其存在水平方向的导水作用，在加筋土体中形成了导水通道[7-8]。本文采用Plaxis软件的流固耦合比较分析不同格栅水力特性参数的膨胀土边坡，并根据模拟结果选取合理的渗排水参数作为后续分析输入参数，由此建立基本模型，对比分析不同降雨条件下各模型方案边坡土体及土工格栅的应力应变变化关系，探讨边坡内部基质吸力变化规律，开展边坡稳定性分析，并深入探究土工格栅柔性支护处治膨胀土边坡的原理。
1　数值模型
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1.1　计算模型
膨胀土原边坡数值模型坡高6 m，坡比1∶1.5，在坡顶处设有5%的坡度以便排水。边坡坡脚距下部边界和右边界距离分别为7.5 m和7 m，坡顶距下部边界和左边界距离分别为13.5 m和10 m。考虑到在干湿循环作用下边坡土体表层土体强度不断折减，按以往研究将原膨胀土边坡土由表及里分为强风化层、弱风化层和未风化层[5]，其中强风化层和弱风化层的竖直厚度分别为1 m和1.5 m，如图1所示。
膨胀土边坡采用土工格栅进行柔性支护，加筋长度3.5 m，加筋间距0.5 m，加筋土体区域采用重塑膨胀土进行回填，柔性支护体底部挖深1.5 m，其中上面1 m采用土工格栅加筋，下面0.5 m采用碎石垫层，其底部放置有排水管道，柔性支护体后碎石排水层为0.5 m。坡顶用厚0.5 m的重塑膨胀土替换开挖的浅层膨胀土，并在重塑膨胀土下方设置一层防水土工膜来隔绝上方雨水，如图2所示。为更好地分析土工格栅对边坡的影响，加入非饱和膨胀土包边模型（除无格栅外，其余条件均与加筋模型一致）。模型两侧采用水平约束，底部采用固定约束。
1.2　计算参数
模型基本物理参数、水力参数参考文献[9-11]，详见表1～2。本文土体采用摩尔-库伦模型，分析中所使用的弹性参数均为饱和土体的参数。
所选土工格栅型号为RS 35PP，其轴向刚度为450 kN/m、最大轴向拉力为22.5 kN/m[12]。
1.3　计算方案
为探究格栅与土间渗排水的变化规律，对比分析了降雨条件下不同排水能力格栅处治膨胀土边坡的渗流及稳定性分析。降雨强度50 mm/d，降雨持续时间24 d，分析不同格栅竖向阻水作用（方案1）和不同格栅水平导水作用（方案2），拟定模拟方案格栅计算参数如表3所示。分别选取距边坡坡面表层水平距离0.2 m（平行坡面截面1）和距坡脚高度2 m（水平截面2），如图3所示。
在此基础上选定格栅水力参数，建立了天然边坡模型、加筋边坡模型和包边边坡模型以对比分析，小雨和暴雨的降雨强度分别为10 mm/d和50 mm/d，对应持续时间分别为40 d和24 d。
2　计算结果与分析
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2.1　格栅与土间渗排水的影响分析
2.1.1　格栅竖向阻水能力分析
图4为方案1于截面1处在持续降暴雨4 d、8 d及12 d时基质吸力随Y坐标变化关系图。由图4可知，持续暴雨下，不同类型格栅处治膨胀土边坡在Y≥5.5 m时基质吸力都会发生突变，其中工况3突变最明显；持续降雨4 d时，格栅界面上下基质吸力相差约40 kPa，此时格栅为竖向不透水方案，即格栅网格尺寸为0，隔绝了水分向下渗透，导致雨水在格栅界面上方聚集，界面下方只受坡体表面雨水的水平入渗影响，最终使得格栅界面上部土体迅速饱和，基质吸力快速下降，格栅界面下部一定范围内土体基质吸力降低较慢，在短时间内保持不变，这表明格栅可以影响土体水分的运移，使得水分更难向土体下方迁移。
图5为方案1于截面2处在持续降暴雨8 d、16 d及24 d时基质吸力随X坐标变化曲线。持续暴雨下，不同类型格栅处治膨胀土边坡的基质吸力由坡体表面（X=16 m）向里层逐渐减小，降雨时间一定时，格栅竖向阻力越大，边坡基质吸力显著变化深度范围越小，但在边坡浅层基质吸力会越低。
图6为暴雨条件下方案1边坡安全系数随降雨时间的变化。从图6可以看出，格栅的竖向阻水作用越强，安全系数下降幅度越小，格栅竖向不透水方案在整个降雨过程中始终有较高的安全系数，格栅竖向水力阻力为10的方案安全系数变化幅度较大，工况1的安全系数变化幅度最大，降雨24 d时安全系数由1.828降为1.332。
2.1.2　格栅水平向导水能力分析
图7为方案2于截面1处在持续降暴雨4 d、8 d及12 d时边坡基质吸力随Y坐标变化图。由图7可知，持续暴雨下，不同类型格栅处治膨胀土边坡基质吸力都有不同幅度的锐减，曲线呈波浪形变化，格栅周围基质吸力较低，两层格栅之间基质吸力较高。
图8为计算方案2于截面2处在持续降暴雨8 d、16 d及24 d时边坡基质吸力随X坐标变化图。由图8可知，格栅排水传导系数为0.1、持续暴雨16 d时，距坡面4 m范围内土体已经接近饱和，基质吸力接近0，其余工况土体饱和范围约1 m。
图9为暴雨条件下方案2边坡安全系数随降雨时间的变化。从图9可以看出，格栅的导水作用越强，安全系数下降幅度越大，表明格栅的水平方向导水作用会减小边坡的安全系数。
由文献[11]室外膨胀土边坡大型试验结果可知，在降雨作用下，加筋边坡含水率的显著变化深度为0.67 m，相同情况下未加筋边坡含水率的显著变化深度为0.4 m。结合格栅网格尺寸，根据格栅与土间渗排水分析结果，选取格栅竖向水力阻力1、导水系数0.01作为后续分析格栅水力参数，对比分析了不同降雨条件下天然边坡、加筋边坡、包边边坡和加筋边坡（未考虑格栅水力特性）的含水率、变形、轴力、边坡稳定性情况。
2.2　不同降雨条件下各模型含水率分布对比
分别绘制了持续小雨和持续暴雨条件下各边坡处治方案高2 m处截面基质吸力随X坐标变化关系图，见图10和图11。由图10～11可见，小雨条件下，降雨6 d时天然边坡距坡面2.5 m范围内基质吸力发生了较大变化（边坡坡面位置X=16 m），边坡浅层（X=15～16 m）处基质吸力降幅比其他方案小，边坡中部（X=13.5～15 m）基质吸力降幅比其他方案大，这是由于天然边坡距坡面1.5 m范围为强风化膨胀土（X=14.5～16 m），渗透系数相较于弱风化层更大，雨水更容易通过强风化层；在边坡深层（X=11.5～13.5 m），天然边坡基质吸力比加筋边坡和包边边坡小，这是由于这里设有初始基质吸力较高的碎石排水层，可以疏排裂隙水和坡体渗水；降雨40 d时，天然边坡基质吸力已远低于加筋边坡和包边边坡，表明柔性支护处治方案可以起到很好的防排水效果。在暴雨条件下，降雨4 d时，天然边坡在距坡面1.7 m范围内土体达到了饱和，基质吸力降为0，加筋边坡和包边边坡仍有较高的基质吸力，处于非饱和状态；降雨12 d时，天然边坡在距坡面3.3 m范围内土体已经达到饱和，加筋边坡和包边边坡仅1 m范围内土体达到饱和，深层土体仍有较高的基质吸力；随着降雨强度增大，降雨入渗速度越快，同一边坡土体达到饱和所需时间越长；柔性支护处治膨胀土边坡在不同降雨情况下均能起到阻碍降雨入渗的作用，暴雨条件下防渗效果更显著。
2.3　暴雨条件下各模型变形对比
图12为不同边坡在暴雨条件下坡面水平位移变化曲线图。由图12可知，暴雨条件下，降雨6 d内天然边坡坡面各处位移都较小，降雨6 d后，水平位移发生较大增长，最大水平位移在第12 d达到了1.1 mm，在第24 d达到了20.6 mm，表明天然边坡已经发生了破坏；在降雨较长时间后，加筋边坡和包边边坡坡面最大水平位移都发生在接近坡脚位置处；相同降雨强度和降雨时间下，天然边坡坡面最大水平位移>包边边坡位移>加筋边坡位移，这是由于土工格栅与回填土体间存在相互作用，同时柔性支护结构可起到防渗保湿作用，能有效阻挡和疏散坡体内的水分，防止雨水向深部扩散，从而有效约束边坡水平位移，提高边坡安全系数。
2.4　暴雨条件下格栅轴力变化分析
图13为暴雨条件下考虑格栅水力特性前后加筋边坡格栅最大轴力随时间变化关系。从图13可以看出，降雨前，加筋边坡格栅最大轴力最小，为0.126 kN/m，此时仅有回填膨胀土自身的自然沉降固结作用，格栅加筋效果并不明显；随着降雨的进行，格栅所受最大轴力不断增加，且不考虑格栅水力特性时格栅所受轴力较大，忽略了雨水渗透对格栅的影响；持续暴雨作用下，格栅最大轴力变化速率和变化幅度都较大，这是由于暴雨作用下雨水大量渗入边坡土体，使内部含水率产生较大增长，增加了坡体自重，格栅产生较大变形。
为能直观看出边坡模型格栅轴力变化规律，绘制了持续暴雨0 d、4 d、16 d、24 d时加筋边坡格栅轴力变化云图，见图14。由图14可知，降雨初期，格栅最大轴力出现在最下层格栅（图中最大轴力用+标记），这是由于最下层格栅所受土体自然沉降固结作用更明显；降雨后期，格栅最大轴力所在位置已经转移至边坡中下层格栅位置，说明对边坡加筋效果最显著的是中下层格栅。
离坡面越近，格栅轴力增加越快，这是受降雨作用的影响由浅入深，使得土体自重增加，筋材与土体间摩阻力不断增加，格栅轴力出现随降雨的持续由表及里不断增加的现象，同时其增长时间与雨水渗透的位置基本一致。雨水已经浸入加筋体后，每层格栅轴力沿水平深度方向变化均呈“凸”字形状，即中间轴力大、两边轴力较小。同时格栅轴力和应变均在其最大允许值内，加筋边坡始终保持稳定。
3　结论
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1）格栅的水力阻力可阻碍竖向降雨入渗，使格栅上部土体含水率增大，延缓下部土体含水率的变化；格栅的导水作用会加快雨水沿格栅向土体内部入渗，导致边坡安全系数下降。格栅水力阻力越大，竖向阻水能力越强，影响深度越浅、范围越小，基质吸力变化幅度越大；格栅导水系数越大，导水作用越强，影响深度越深、范围越大，基质吸力变化幅度越小。
2）柔性支护结构可有效提高边坡抵抗降雨入渗的能力，维持膨胀土体的抗剪强度，减弱降雨条件下边坡安全系数的衰减，同时也能限制边坡变形和位移增长，提高边坡整体稳定性，是一种处治膨胀土边坡的有效方式。
3）土工格栅与填土间的相互作用使加筋体形成一种能承受一定变形的整体结构，可有效限制边坡的位移增长，同时土工格栅可将边坡坡体进行分割，使得边坡变形分布状态被均化，有效限制了加筋边坡土体位移的进一步扩展，提高边坡稳定性；忽略格栅的水力特性会高估边坡的稳定性。
4）加筋边坡中各层土工格栅轴力随雨水的入渗持续由表及里不断增加，在加筋体全部入渗时呈中间大、两端小的“凸”型分布，忽略格栅的水力特性会低估格栅所受轴力。
基金
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  • 国家自然科学基金(52107166)
  • 长沙理工大学道路结构与材料交通行业重点实验室（长沙）开放基金(kfj220301)
文献
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2024年第44卷第3期
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doi: 10.3969/j.issn.0253-6099.2024.03.006
  • 接收时间：2023-11-23
  • 首发时间：2026-03-17
  • 出版时间：2024-06-01
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  • 收稿日期：2023-11-23
基金
国家自然科学基金(52107166)
长沙理工大学道路结构与材料交通行业重点实验室（长沙）开放基金(kfj220301)
作者信息
    1.湖南省核地质调查所，湖南　长沙　410007
    2.长沙学院　土木工程学院，湖南　长沙　410022
    3.长沙理工大学　道路结构与材料交通行业重点实验室（长沙），湖南　长沙　410114
    4.中交四航工程研究院有限公司，广东　广州　510230
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鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
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红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
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